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REVIEWED-BLD2023-0077+Structural_Calculations+1.19.2023_2.46.35_PM+3323623RECEIVED Jan 20 2023 BLD2023-0077 ......,.,., REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ALBERT H. COHEN DESIGN COMPANY, P.S. 330 Dayton Street Suite 6 Edmonds, Washington 98020 425-776-7373 GRAVITY LOAD DESIGN ANALYSIS FOR Rodman Residence 8709 - 191 st Place S.W. Edmonds, WA 98026 DESIGN LOADS Roof Live 25 PSF (SNOW), Dead 13 PSF, Total 38 PSF Floor Live 40 PSF, Dead 10 PSF, Total 50 PSF Sleeping Areas Live 30 PSF, Dead 10 PSF, Total 40 PSF Deck and Balcony Live 60 PSF, Dead 10 PSF, Total 70 PSF 45496 REGISTERED ARCHITECT LE H. COHENTE OF WASHINGTON PREPARED 12/27/2022 Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE 2nd FL HEADER BEAM A Prepared by: AHC Date: 12/26/22 Selection (2) 2x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 1.2 in2 R2= 1.2 in (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads I Beam Span 4.13 ft Reaction 1 LL 309 # Reaction 2 LL 309 # Beam Wt per ft 4.01 # Reaction 1 TL 479 # Reaction 2 TL 479 # Bm Wt Included 17 # Maximum V 479 # Max Moment 493'# Max V (Reduced) 372 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in3) Shear (in2) TL Defl (in) LL Defl 15.13 16.50 0.03 0.02 4.66 3.24 0.21 0.14 OK OK OK OK 31% 20% 16% 13% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 CIF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 150 Uniform TL: 228 = A Uniform Load A 0 R1 = 479 R2 = 479 SPAN = 4.125 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE 2nd FL HEADER BEAM B Prepared by: AHC Date: 12/26/22 Selection I (2)2,6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 3.1 in' R2= 3.1 in (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 4.13 ft Reaction 1 LL 825 # Reaction 2 LL 825 # Beam Wt per ft 4.01 # Reaction 1 TL 1262 # Reaction 2 TL 1262 # Bm Wt Included 17 # Maximum V 1262 # Max Moment 1302 '# Max V (Reduced) 982 # TL Max Defl L / 240 TL Actual Defl L / 573 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in3) Shear (in 2) TL Defl (in) LL Defl 15.13 16.50 0.09 0.05 12.29 8.54 0.21 0.14 OK OK OK OK 81% 52% 42% 35% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 400 Uniform TL: 608 = A Uniform Load A 0 0 R1 = 1262 R2 = 1262 SPAN = 4.125 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE NEW ADDITION HIP BEAM BEAM C Prepared by: AHC Date: 12/26/22 Selection U 8 HF #1 Lu = 0.0 Ft Conditions NDS 2018, Increasing Load Min Bearing Area R1= 1.7 in R2= 3.2 in (1.5) DL Defl= 0.43 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 14.14 ft Reaction 1 LL 417 # Reaction 2 LL 833 # Beam Wt per ft 6.17 # Reaction 1 TI_ 677 # Reaction 2 TL 1310 # Bm Wt Included 87 # Maximum V 1310 # Max Moment 3600'# Max V (Reduced) 1148 # TL Max Defl L / 180 TL Actual Defl L / 185 LL Max Defl L / 240 LL Actual DO L / 347 Section (in3) Shear (in2) TL Detl (in) LL Uetl 30.66 25.38 0.92 0.49 29.64 9.98 0.94 0.71 OK OK OK OK 97% 39% 98% 69% Reference Values Adjusted Values Fb (psi) 975 1458 Fv (psi) 150 173 E (psi x mil) 1.5 1.5 Fc! (psi) 405 405 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft R1 = 677 Increasing LL = 1250 Increasing TL = 1900 R2 = 1310 SPAN =14.14FT The Increasing load is total pounds on the beam. Beam weight and any uniform load is PLF. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: A/ Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE BEAM D CEILING BM FOR EX ROOF Prepared by: AHC Date: 12/26/22 Selection i (3) 2x 8 HF #1 Lu = 0.0 Ft Conditions NDS 2018, Repetitive Use Data Attributes Actual Critical Status Ratio Values Adiustments Loads Min Bearing Area R1= 3.3 in R2= 3.3 in (1.5) DL Detl= 0.14 iris 6 % Beam Span 10.0 ft Reaction 1 LL 875.#,,- Reaction 2 LL 4573 Beam Wt per ft 0 # Reaction 1 TL 1331 # Reaction 2 TL —U'Q9 Bm Wt Included 0 # Maximum V 1330#��-�� Max Moment 3325'# Max V (Reduced) 1169 # TL Max Defl L / 240 TL Actual Defl L / 368 LL Max Defl L / 360 LL Actual Defl L / 654 Section (W) Shear (in2) TL Defl (in) LL Defl 39.42 32.63 0.33 0.18 29.65 11.69 0.50 0.33 OK OK OK OK 75% 36% 65% 55% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 975 150 1.5 405 Adjusted Values 1346 150 1.5 405 CIF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 175 Uniform TL: 266 = A ti 7 60\JIQ. �� �, O Z°o U IqLF:6kM �3W 2/3 w o � - R1 =��30 - 1 �� SPAN =IOFT R2 17-3 Uniform and partial uniform loads are Ibs per lineal ft. 16.�, t773 Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 Project RODMAN RESIDENCE Date 12/26/22 Description BEAM D Location TRIM AT OUTSIDE WALL SHEARCHEKTA° FOR NOTCHED WOOD MEMBERS BeamChekTI Software Beam Chek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 Member Attributes 4.5 x 7.25 Hem -Fir Net Size Solid Sawn, Rectangular NDS Edition = 2018 Load V in lbs. = 886 Fv Reference Value in psi = 150 Wet Use Factor Cm = 1.0 Shear Factor Ch = n/a Duration of load Cd = 1.15 Report V �e t �I 12 d do i Qrp 1 rd Tapered Notch Area @ dn, An = 24.84 sq. in. Minimum Span = nla ft Rafter Depth rd = 3.5 in. Tapered Angle = 18.43 degrees Wall Thickness t = 5.5 in. Rafter Pitch rp = 4 :12 pitch Adjusted Fv' value = 172.5 psi Notch Length e = 5.18 in. Critical Minimum fv = 2857 psi Depth Remaining at Notch do = 5.52 in. Ratio fv / Fv' = 31.02 % Proposed Actual Notch Depth = 1.73 in. Notch Status OK Fv ratio less than 100% 3/4d = Minimum do = 5.44 in. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE BEAM E GARAGE DOOR HEADER Prepared by: AHC Date: 12/26/22 Selection (2) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 3.9 in R2= 3.9 in (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 3.0 ft Reaction 1 LL 1033 # Reaction 2 LL 10339 Beam Wt per ft 5.29 # Reaction 1 TL 1578 # Reaction 2 TL 1578 # Bm Wt Included 16 # Maximum V 1578 # Max Moment 1849'# Max V (Reduced) 1300 # TL Max Defl L / 240 TLActual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 26.28 21.75 0.02 0.01 18.91 11.30 0.15 0.10 OK OK OK OK 72% 52% 16% 13% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 850 150 1.3 405 Adjusted Values 1173 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 Cl Stability 1.0000 Rb = _1.00 0.00 Le = 0.00 Ft Loads Uniform LL: 300 Uniform TL: 456 = A Point LL Point TL Distance 1166 B = 1773 1.5 Uniform Load A Pt loads: Z\ 0 R1 = 1578 R2 = 1578 SPAN =3FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE GARAGE DOOR HEADER BEAM F Prepared by: AHC Date: 12/26/22 Selection (2) 2x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 1.7 in R2= 1.7 in (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 3.0 ft Reaction 1 LL 450 # Reaction 2 LL 450 # Beam Wt per ft 4.01 # Reaction 1 TL 690 # Reaction 2 TL 690 # Bm Wt Included 12 # Maximum V 690 # Max Moment 518 '# Max V (Reduced) 479 # TL Max Defl L / 240 TL Actual Defl L / > 1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in') Shear (in') TL Defl (in) LL Defl 15.13 16.50 0.02 0.01 4.89 4.17 0.15 0.10 OK OK OK OK 32% 25% 12% 10% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1 00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 300 Uniform TL: 456 = A Uniform Load A R1 = 690 R2 = 690 SPAN = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to.- Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE NEW ENTRY HEADER BEAM G Prepared by: AHC Date: 12/26/22 Selection (2) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.7 in R2= 2.7 in (1.5) DL Defl= 0.07 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 6.13 ft Reaction 1 ILL 536 # Reaction 2 ILL 536 # Beam Wt per ft 5.29 # Reaction 1 TL 1076 # Reaction 2 TL 1076 # Bm Wt Included 32 # Maximum V 1076 # Max Moment 1647 '# Max V (Reduced) 864 # TL Max Defl L / 240 TL Actual Defl L / 645 ILL Max Defl L / 360 ILL Actual Defl L / >1000 Section (in3) Shear (in2) TL Defl (in) LL Defl 26.28 21.75 0.11 0.04 19.38 8.64 0.31 0.20 OK OK OK OK 74% 40% 37% 22% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1020 150 1.3 405 CIF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 175 Uniform TL: 266 = A Par Unif TL Start End H = 80 0 6.13 H Uniform Load A R1 = 1076 R2 = 1076 SPAN = 6.125 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE LIVING ROOM BEAM BEAM H Prepared by: AHC Date: 12/26/22 Selection 3-1/2x 9 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 5.1 in R2= 5.1 in (1.5) DL Defl= 0.12 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 10.0 ft Reaction 1 LL 2600 # Reaction 2 LL 2600 # Beam Wt per ft 7.66 # Reaction 1 TL 3288 # Reaction 2 TL 3288 # Bm Wt Included 77 # Maximum V 3288 # Max Moment 8221 '# Max V (Reduced) 2795 # TL Max Defl L / 240 TL Actual Defl L / 281 LL Max Defl L / 360 LL Actual Defl L / 393 Section (in') Shear (in') TL Defl (in) LL Detl 47.25 31.50 0.43 0.31 41.10 15.82 0.50 0.33 OK OK OK OK 87% 50% 85% 92% Fb (psi) Fv (psi) E (psi x mil) Fc 1 (psi) Reference Values 2400 265 1.8 650 Adjusted Values 2400 265 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 520 Uniform TL: 650 = A Uniform Load A 0 R1 = 3288 R2 = 3288 SPAN =10FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 33n navtnn St Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE FAMILY ROOM AT WET BAR ROOM BEAM I Prepared by: AHC Date: 12/26/22 Selection 4x 10 DF-L #1 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 3.8 in R2= 3.8 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 7.25 ft Reaction 1 LL 1885 # Reaction 2 LL 1885 # Beam Wt per ft 7.87 # Reaction 1 TL 2385 # Reaction 2 TL 2385 # Bm Wt Included 57 # Maximum V 2385 # Max Moment 4322'# Max V (Reduced) 1878 # TL Max Defl L / 240 TL Actual Defl L / 757 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in2) TL Detl (in) LL Uetl 49.91 32.38 0.11 0.08 43.22 15.65 0.36 0.24 OK OK OK OK 87% 48% 32% 34% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 1000 180 1.7 625 Adjusted Values 1200 180 1.7 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 520 Uniform TL: 650 = A Uniform Load A R 1 = 2385 R2 = 2385 SPAN = 7.25 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE BASEMENT WINDOW HEADER BEAM J Prepared by: AHC Date: 12/26/22 Selection 4x 12 DF-L #1 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 8.3 in R2= 4.4 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 3293 # Reaction 2 LL 1808 # Beam Wt per ft 9.57 # Reaction 1 TL 5156 # Reaction 2 TL 2731 # Bm Wt Included 57 # Maximum V 5156 # Max Moment 6432'# Max V (Reduced) 4062 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in') TL Defl (in) LL Detl 73.83 39.38 0.07 0.04 70.17 33.85 0.30 0.20 OK OK OK OK 95% 86% 22% 18% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 1000 180 1.7 625 Adjusted Values 1100 180 1.7 625 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 400 Uniform TL: 570 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End= 2160 B = 3528 1.5 360 H = 588 0 1.5 H Uniform Load A Pt loads: R1 = 5156 R2 = 2731 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE NEW DINING ADD FL BEAM BEAM K Prepared by: AHC Date: 12/26/22 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.6 in R2= 2.6 in (1.5) DL Defl= 0.12 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 10.0 ft Reaction 1 LL 1000 # Reaction 2 LL 1000 # Beam Wt per ft 7.87 # Reaction 1 TL 1639 # Reaction 2 TL 1639 # Bm Wt Included 79 # Maximum V 1639 # Max Moment 4098 '# Max V (Reduced) 1387 # TL Max Defl L / 240 TL Actual Defl L / 477 LL Max Defl L / 360 LL Actual Defl L / 932 Section (in') Shear (in2) TL Defl (in) LL Detl 49.91 32.38 0.25 0.13 45.54 11.56 0.50 0.33 OK OK OK OK 91% 36% 50% 39% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CIF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability _ 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Par Unif LL Par Unif TL Start End 120 H = 140 0 10.0 80 1 = 100 0 10.0 J = 80 0 10.0 J I H R1 = 1639 R2 = 1639 SPAN =10FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE NEW LAUNDRY ADD FL BEAM BEAM L Prepared by: AHC Date: 12/26/22 Selection (3) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 4.7 in R2= 4.7 in (1.5) DL Defl= 0.16 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 10.0 ft Reaction 1 LL 1000 # Reaction 2 LL 1000 # Beam Wt per ft 10.11 # Reaction 1 TL 1891 # Reaction 2 TL 1891 # Bm Wt Included 101 # Maximum V 1891 # Max Moment 4726 '# Max V (Reduced) 1599 # TL Max Defl L / 240 TL Actual Defl L / 431 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 64.17 41.63 0.28 0.12 60.66 15.99 0.50 0.33 OK OK OK OK 95% 38% 56% 35% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 150 Uniform TL: 228 = A Par Unif LL Par Unif TL Start End 50 H = 60 0 10.0 I = 80 0 10.0 I H Uniform Load A R1 = 1891 R2 = 1891 SPAN =10FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE REAR SLIDING DOOR HEADER BEAM M Prepared by: AHC Date: 12/26/22 Selection 5-1/2x 9-1/4 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 5.7 in R2= 5.7 in (1.5) DL Defl= 0.29 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 12.25 ft Reaction 1 LL 2205 # Reaction 2 LL 2205 # Beam Wt per ft 12.37 # Reaction 1 TL 3677 # Reaction 2 TL 3677 # Bm Wt Included 151 # Maximum V 3677 # Max Moment 11262 '# Max V (Reduced) 3214 # I TL Max Defl L / 240 TL Actual Defl L / 255 LL Max Defl L / 360 LL Actual Defl L / 515 Section (in') Shear (in 2) TL Defl (in) LL Defl 78.43 50.88 0.58 0.29 56.31 18.20 0.61 0.41 OK OK OK OK 72% 36% 94% 70% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 2400 265 1.8 650 Adjusted Values 2400 265 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 210 Uniform TL: 280 = A Par Unif LL Par Unif TL Start End 150 H = 228 0 12.25 1 = 80 0 12.25 I H Uniform Load A 0 R1 = 3677 R2 = 3677 SPAN = 12.25 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE DINING ADD WINDOW HEADER BEAM N Prepared by: AHC Date: 12/26/22 Selection (2) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 4.2 inz R2= 4.2 inz (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 5.13 ft Reaction 1 LL 1102 # Reaction 2 LL 1102 # Beam Wt per ft 5.29 # Reaction 1 TL 1700 # Reaction 2 TL 1700 # Bm Wt Included 27 # Maximum V 1700 # Max Moment 2178'# Max V (Reduced) 1299 # TL Max Defl L / 240 TL Actual Defl L / 612 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (inz) TL Defl (in) LL Defl 26.28 21.75 0.10 0.05 25.62 12.99 0.26 0.17 OK OK OK OK 97% 60% 39% 32% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 850 150 1.3 405 Adjusted Values 1020 150 1.3 405 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 280 Uniform TL: 350 = A Par Unif LL Par Unif TL Start End 150 H = 228 0 5.13 1 = 80 0 5.13 I H Uniform Load A 0 R1 = 1700 R2 = 1700 SPAN = 5.125 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to. Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE DIN TO KITCHEN OPENING BEAM O Prepared by: AHC Date: 12/26/22 Selection (2) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 1.3 in R2= 1.3 in' (1.5) DL Defl= 0.10 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 14.0 ft Reaction 1 LL 371 # Reaction 2 LL 371 # Beam Wt per ft 6.74 # Reaction 1 TL 516 # Reaction 2 TL 516 # Bm Wt Included 94 # Maximum V 516 # Max Moment 1807'# Max V (Reduced) 459 # TL Max Defl L / 240 TL Actual Defl L / 595 LL Max Defl L / 360 LL Actual Defl L / 945 Section (in3) Shear (in2) TL Defl (in) LL Defl 42.78 27.75 0.28 0.18 23.19 4.59 0.70 0.47 OK OK OK OK 54% 17% 40% 38% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 53 Uniform TL: 67 =A Uniform Load A 0 - 0 R1 =516 R2=516 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds WA 98020 BeamChek v2022 licensed to: Al Cohen Design Company Reg # 9229-69387 RODMAN RESIDENCE DINING TO FAM RM OPEING BEAM P Prepared by: AHC Date: 12/26/22 Selection 5-1t2x 10 112 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Min Bearinq Area R1= 6.0 inZ R2= 6.0 in (1.5) DL Defl= 0.08 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 11.0 ft Reaction 1 LL 3080 # Reaction 2 LL 3080 # Beam Wt per ft 14.04 # Reaction 1 TL 3927 # Reaction 2 TL 3927 # Bm Wt Included 154 # Maximum V 3927 # Max Moment 10800 W Max V (Reduced) 3302 # TL Max Defl L / 240 TL Actual Defl L / 485 LL Max Defl L / 360 LL Actual Defl L / 684 Section (in3) Shear (in 2) TL Defl (in) LL Detl 101.06 57.75 0.27 0.19 54.00 18.69 0.55 0.37 OK OK OK OK 53% 32% 50% 53% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 2400 265 1.8 650 Ad'usted Values 2400 265 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 560 Uniform TL: 700 =A Uniform Load A R 1 = 3927 R927 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft.